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Home My WebLink AboutKCI BOOK9' GEOTECHNICAL EXPLORATION, DATA EVALUATION, AND ENGINEERING CONSULTATION SERVICES REPORT RECEj,77D JUL j 61015 Proposed Family Dollar Store 10331 SE Lennard Road ort St. Lucie, St. Lucie County, Florida KCI Project No. 12122813 19 November 2012 COPY BY St. Lucie Countv prepared for: Mr. Randy S. Smith Regional Manager PM Environmental, Inc. 4897 West Waters Avenue, Suite C Tampa, Florida 33634 KCI TECHNOLOGIES ENGINEERS • PLANNERS • SCIENTISTS • CONSTRUCTION MANAGERS 10401 HIGHLAND MANOR DRIVE, SUITE 120 • TAMPA, FLORIDA 33610 . 813.740.2300 • (FAx) 813.740.0158 Mr. Randy S. Smith Regional Manager PM Environmental, Inc. 4897 West Waters Avenue, Suite C Tampa, Florida 33634 Subject: Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 Dear Mr. Smith: 19 November 2012 KCI Technologies, Inc. is pleased to submit three (3) originals plus an electronic PDF file (via e-mail) of the Geotechnical Engineering Services Report to you for the project referenced above. It has been a pleasure to work on this project. We look forward to being involved during the construction phase of the project as well. -Please contact us should you have any questions or require additional information. Sincerely, KCI Technologies, Inc. � l Prashanth Vaddu, P.E. Project Engineer Florida Registration No. 75144 "C 77P44 KCI TECHNOLOGIES, INC. w w w. k c i. c o m Employee -Owned Since 1988 0 U Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 TABLE OF CONTENTS 1.0 INTRODUCTION 1.1 Terms of Reference 1.2 Project Description and Background 1.3 Purpose and Scope of Work 2.0 FIELD EXPLORATION AND LABORATORY TESTING PROGRAM 2.1 Field Exploration Program 2.1.1 Standard Penetration Test (SPT) Borings 2.2 Laboratory Testing Program 3.0 SITE, GROUND -WATER, AND SOIL CONDITIONS 3.1 Site Features 3.2 Ground -Water Conditions 3.3 Subsurface Soil Conditions 4.0 OBSERVATIONS, CONCLUSIONS, AND RECOMMENDATIONS 4.1 Site Preparation, Fill Placement, and Inspection 4.1.1 Building Areas Requiring Fill 4.1.2 Building Areas Requiring Cut 4.2 Foundations 4.2.1 Bearing Pressure and Settlement 4.2.2 Foundation Size 4.2.3 Bearing Depth 4.2.4 Bearing Material 4.3 Ground Water Control 4.4 Pavement Areas 4.4.1 General 4.4.2 Asphalt (Flexible) Pavement 4.4.2.1 Standard Duty versus Heavy Duty 4.4.2.2 Stabilized Subgrade 4.4.2.3 Base Course 4.4.2.4 Wearing Surface 4.4.3 Concrete (Rigid) Pavements 4.4.3.1 Preparation 4.4.3.2 Standard Duty versus Heavy Duty 4.4.4 Dumpster Pad and Loading Areas 4.4.5 Effects of Ground Water 4.4.6 Curbing 4.4.7 Construction Traffic KCI Technologies, Inc. 19 November2012 6 .v Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 5.0 CONSTRUCTION CONSIDERATIONS 6.0 LIMITATIONS 6.1 General 6.2 Scope of Services 6.3 Changed Conditions 6.4 Reproduction 7.0 REFERE Figure 1 Figure 2 Figure 3 Figures 4A and 411 Project Site Location and Vicinity Map USDA-SCS Soils Survey Map Project Layout and Test Location Plan Boring Log Profiles KCI Technologies, Inc. 19 November 2012 U Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 1.0 INTRODUCTION 1.1 Terms of Reference KCI Technologies, Inc. 19 November 2012 KCI Technologies, Inc. was retained by PM Environmental, Inc. (PM Environmental or "Client") to provide certain geotechnical engineering services for a proposed Family Dollar development located at 10331 SE Leonard Road in Port St. Lucie, St. Lucie County, Florida (hereafter referred to as the "project site"). Refer to Figure 1 for a Project Site Location and Vicinity Map. These services were performed in general accordance with the scope of services outlined in the document titled "Geotechnical/Phase I - Quote Request Check -List" provided by the Hutton Company, KCI's proposal and subsequent authorization by PM Environmental. 1.2 Project Description and Background Based on review of an aerial photograph and boring layout plan provided by the Client, project details are summarized below: ► the project involves construction of a singles -story retail store roughly 8,320 sf in size, constructed of either concrete block or metal framed siding; and ► the project site is presently used by a landscaping company. No additional civil, structural, or site details (e.g., structural loading layout, existing grades, pond bottom elevations, and/or finished floor elevations) are available at this time. Upon finalization these items should be forwarded to KCI for further consultation and review for compliance with the recommendations presented herein. Limitations of the work performed for this project, including this report itself are discussed in Section 6.0. 1.3 Purpose and Scope of Work The purpose of the geotechnical engineering services completed by KCI for the project site was to describe, in general terms, soil and ground -water conditions encountered at the site and to evaluate the subsurface conditions relative to design and construction of foundations for the proposed structures, pavement areas, and pond areas. To achieve this purpose, the scope of services included the following elements: ► coordinating underground utility locates with Sunshine State One Call of Florida (SSOCOF) prior to the field exploration program; ► advancing a total of five (5) test borings to a depth of approximately 15 feet below existing ground surface (egs) within the footprint of the proposed building at locations identified by the client; Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store _ Port St. Lucie, Florida KCI Project No: 12122813 ► advancing four (4) test borings to a depth of approximately 10 feet below egs within the proposed pavement areas at locations identified by the client; ► advancing one (1) test boring to a depth of approximately 10 feet below egs within the proposed detention pond area as identified by the client; ► obtaining representative soil samples from the test borings; ► grouting the boreholes with drill cuttings and/or bentonite chips in general accordance with applicable guidelines; ► reviewing soil samples and performing laboratory tests on selected samples to evaluate pertinent engineering characteristics of the soils and assist in their classification; ► evaluating generalized boring data as well as ground -water conditions; ► performing engineering analyses and providing recommendations for foundation design, site preparation, and pavement design; ► compiling the field exploration data, laboratory testing data, and engineering recommendations in this report; and, ► providing three (3) original signed and sealed reports by a registered engineer of the firm plus an electronic PDF file (via e-mail). 2.0 FIELD EXPLORATION AND LABORATORY TESTING PROGRAM 2.1 Field Exploration Program The field exploration program was performed on 5 November 2012. As discussed in Section 1.3 above, subsurface conditions within the project site were explored by advancing a series of test borings at locations illustrated in Figure 3 (Project Layout and Test Location Plan). 2.1.1 Standard Penetration Test (SPT) Borings The test borings were advanced by a track -mounted drill rig and using a wet -rotary procedure. Representative soil samples were obtained using the split -barrel sampling procedure listed above. In this procedure, a 2-in. outer -diameter, split -barrel sampler is driven into the soil by a 140-lb hammer with a free -fall of 30 in. The number of blows required to drive the sampler through a 12-in. interval is termed the Standard Penetration Resistance, or "N", value, and is indicated for each sample on the boring log. The "N" value may be taken as an indication of the relative density of granular soils in -situ. 2 0 U Mr. Randy S. Smith KCI Technologies, Inc. _ PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 Soil samples obtained during the field exploration program were sealed immediately in the field and brought to KCI's Lakeland laboratory for further examination and testing, as necessary. All boreholes were backfilled with bentonite chips. No survey for the as -drilled boring locations was performed and - indicated locations on Figure 3 and depths should be considered as approximate. A survey may be performed to determine precise location and ground elevation for as -drilled borings. Boring logs are presented in Figures 4A and 411 and laboratory test results are included at the respective sample depths on the respective boring logs. It should be noted that the indicated boundaries between soil types are approximate, and that actual transition between soil types may be gradual. 2.2 Laboratory Testing Program Laboratory tests are generally performed to assist in the classification of soils based on their mechanical and physical behavior. Based on the results of laboratory tests, an indication of physical properties for a soil can be determined. Laboratory tests completed on soil samples retrieved for this project include: P. four (4) moisture content determinations; P. four (4) minus #200 sieve tests; and, ► visual classification in general accordance with ASTM D 2488. As noted above, results for each of these laboratory tests are summarized at the respective sample depths on the boring logs in Figures 4A and 4B. Samples obtained from the field exploration program and not subject to laboratory testing have been stored at KCI's Lakeland laboratory. These samples will be retained for a period of 60 days from the date of release of this report and then discarded, unless advised otherwise in writing from the client. 3.0 SITE, GROUND -WATER, AND SOIL CONDITIONS 3.1 Site Features The project site is located along a commercial/residential segment of Lennard Road in Port St. Lucie, St. Lucie County, Florida as illustrated on the Project Site Location and Vicinity Map presented in Figure 1. The project site is currently by a landscaping business selling primarily palm trees. 3.2 Ground -water Conditions At the time of the field exploration program, the ground -water table was not recorded in the test borings due to use of drill mud to maintain the borehole integrity. Based on information from the USDA-SCS, the surficial shallow geology of the project site is predominated by either Arents 0-5 percent slope (Map Unit "4") or an area indicated as water. Refer to • U Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store _ Port St. Lucie, Florida KCI Project No: 12122813 Figure 2 for a USDA-SCS Soils Map delineating the project site. Reviewing the current site conditions together with this historical information indicates some substantial earthwork and filling operations have been performed to raise this site to its present grade. Estimation of a Seasonal High Water Level (SHWL) is difficult in these types of sites where substantial earthwork and filling has occurred. Fluctuation in any ground -water level should be expected due to seasonal climatic changes, construction activity, development activities, rainfall variations, surface -water runoff, and other site specific factors. Since ground -water level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur. 3.3 Subsurface Soil Conditions General subsurface soil conditions at boring locations on the project site are described below, from the egs to the termination depth of the borings (refer to Figure 3 for Project Layout and Boring Location Plan). Building Area (SPT Borings B-2 through B-6): Subsoils generally consist of a thin surficial layer of either asphalt or concrete underlain by a very loose to medium dense silty with significant presence of tree roots, stumps, and organics to a depth of 12 feet below egs, underlain by a poorly -graded, medium dense sand with a trace of shell fragment to the boring termination depth of 15 feet. ► Pavement Area (SPT Borings B-1, B-7 through B-9): Subsoils generally consist of a very loose to medium dense silty with significant presence of tree roots, stumps, and organics to the boring termination depth of 10 feet below egs. ► Pond Area (SPT Boring B-10): Subsoils generally consist of a very loose to medium dense silty with significant presence of tree roots, stumps, and organics to the boring termination depth of 10 feet below egs. Detailed descriptions of materials encountered in each of the borings are included in Figures 4A and 4B. W Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 4.0 OBSERVATIONS, CONCLUSIONS, AND RECOMMENDATIONS KCI Technologies, Inc. 19 November 2012 Based on the field exploration program, laboratory testing program, as well as information provided by the Client for this project, observations, conclusions, and recommendations are presented below. ► A thick laver of shallow, persistent, and heterogeneous organics comprised of tree roots, stumps, and branches were observed across virtually the entire proiect site. The presence of these materials at shallow depth pose a substantial challenge to proposed development - primarily impacting performance of building foundations, building floor slabs, pavement areas, and retention pond areas. ► In order to mitigate the presence of these materials at shallow depth, several alternatives may be considered: • Alternative 1. Full depth excavation, removal, and replacement may be considered to enable proposed development of the retail building area. In this case, it is likely that excavation would proceed through a shallow water table thereby necessitating dewatering operations and increasing costs. Furthermore, replacement of the excavated area vis-3-vis engineered fill would be required. Conventional, shallow foundations could then be incorporated into the building design. In this alternative, the pavement areas could be mitigated by utilizing either a high -strength geotextile and/or biaxial geogrid incorporated into the pavement section and above the existing organics. The dry facility. Alternative 2. Ground improvement consisting of geopiers may be effective, depending on the amount of confinement being provided by the shallow laver of organics. In this case, the concrete floor slab may require substantial reinforcement or possibly even post -tensioning. As with Alternative 1, the pavement areas could be mitigated by utilizing either a high -strength -- geotextile and/or biaxial geogrid incorporated into the pavement section and above the existing organics. The pond area could be excavated as normal and may require additional design and construction measures, depending on whether it is designed as a wet or dry facility. • Alternative 3. Shallow, driven piles could be utilized for foundation support. In this case, the concrete floor slab may require substantial reinforcement or possibly even post -tensioning. As with Alternative 1, the pavement areas could be mitigated by utilizing either a high -strength geotextile and/or biaxial geogrid incorporated into the pavement section and above the existing organics. The pond area could be excavated as normal and may require additional design and construction measures, depending on whether it is Mr. Randy S. Smith PM Environmental, Inc. - - Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 designed as a wet or dry facility. KCI Technologies, Inc. 19 November 2012 Of these 3 alternatives discussed above. Alternative 1 is considered least costly. Accordinglv. the recommendations presented below are provided based on the assumption that full depth excavation, removal, and replacement will be selected as the preferred design alternative. KCI should be contacted in -the event that other alternatives are considered or additional design information is necessa 4.1 Site Preparation, Fill Placement, and Inspection ► In areas where organics/roots or other deleterious materials extend to greater depths, further excavation and backfilling may become necessary. Fill should not be placed until the excavated surface has been inspected by a KCI representative and approved for compaction and placement of structural backfill operations. ► All building and parking/paved areas, including 5 feet outside their limits, should be stripped, excavated, and undercut of all obstructions, topsoil, and other organic or deleterious materials. In localized areas where organics/roots or other deleterious materials extend to greater depths, further excavation and backfilling may become necessary. Fill should not be placed until the excavated surface has been inspected by a KCI representative and approved for compaction and placement of structural backfill operations. ► All stripped or undercut areas should be proof -rolled with appropriate compaction equipment for site and soil conditions. This would typically consist of a vibratory drum type compactor such as Dynapac CA-15 or engineer approved alternate for sandy soils. The moisture content should be adjusted as necessary to aid compaction efforts. ► Care should be taken to avoid damage to any nearby or adjacent structures while compaction and/or any ground modification operations are ongoing. Prior to initiating compaction operations occupants of nearby or adjacent structures should be notified and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Also, compaction should cease if deemed potentially detrimental to nearby or adjacent structures and KCI should be contacted immediately. It is recommended a vibratory roller maintain a minimum separation of 35 ft. from existing structures. Within this zone use of a track -mounted bulldozer or a vibratory roller operating in a static mode is recommended. ► In any areas observed to be "yielding" or "pumping" during compaction operations, localized cuts or trenches may be made to evaluate the conditions of the soils. Should yielding or pumping result from excessive soil moisture, then excavate and replace the wet materials with soils conforming to the guidelines listed in sections 4.2.1 and 4.2.2. W Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 ► As indicated above, localized unstable areas or areas containing organics/roots or other deleterious materials discovered during stripping and compaction may require excavation and backfilling. A KCI representative should be present during the proof rolling and compaction operation. 4.1.1 Building Areas Requiring Fill ► When placing fill materials, loose lift thicknesses not greater than 12 in. prior to compaction, should be maintained at any one time. Each lift should be placed, compacted, and tested prior to placement of the next lift. Field density tests should be performed to at least 1.0 ft below the stripped, excavated, proof -rolled, and compacted surface of natural soils. Additional field density tests should be performed for each 1.0-ft lift of fill placed. Any areas not in compliance with the compaction requirements should be reworked and re -tested prior to placement of the next lift of fill. It is recommended that a field density test be performed for every 2,000 ft sq ft. of building area. ► All fill material in the proposed building pad area should be compacted to 95 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort or 98 percent of the maximum dry density determined from ASTM D 698, Test Method for Compaction Characteristics Using Standard Effort. ► Fill materials required to achieve elevated building pad areas should preferably consist of select fill containing less than 10 percent fines (i.e., less than 10 percent passing the # 200 sieve). It is noted that select fill towards the upper end of this limit (i.e., 7 to 10 percent fines) may require strict moisture control during compaction. Additionally, select fill would be free of organics and other deleterious materials. These soil types are less sensitive to moisture problems than other more silty or clayey soils so the use of select fills tends to reduce earthwork delays caused by seasonal rains. ► However, in the interest of economy, the use of more silty or clayey on -site soils (i.e., soils with a fines content between 10 to 15 percent) which are free of organics and other deleterious material identified on the boring logs may be permitted but only with the understanding that the compactability of these soils is highly dependent upon the moisture content at the time of compaction. As a result, construction delays could result during rainy periods. For the purpose of this report, on -site soils used as borrow fill are classified as random fill. In no case should any plastic materials be utilized as fill. 4.1.2 Building Areas Requiring Cut I. Footing lines and/or column footings should be excavated to the proposed bottom of footing elevations utilizing every effort to minimize disturbance of the soils W Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 KCI Technologies, Inc. 19 November2012 resting at the bearing surface. Next, the foundation bearing soils should be tested for compaction to a target of 95 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort or 98 percent of the maximum dry density determined from ASTM D 698, Test Method for Compaction Characteristics Using Standard Effort. The bearing surface, including all areas within the building footprint, must be inspected and tested to 2 ft below the prepared undercut elevation and approved by a KCI representative. ► If any foundation bearing soils are determined to be deficient, then the footing bottoms should be compacted utilizing hand-held compaction equipment to achieve the compaction criterion outlined above. Additionally, over excavation and recompaction may be necessary to fulfill the compaction criterion. It is important to note that the moisture content should be strictly controlled during any compaction procedures. ► All footing excavations should be inspected by a KCI engineering representative prior to backftlling. In areas where the footings shall rest in loose or soft soil strata, the excavation should be undercut below the footing bottom to a depth of 2 feet and backfrlled with structural fill prior to placing rebar. 4.2 Foundations Based on the results of the field exploration and laboratory testing programs, and assuming full -depth excavation, removal, and replacement is being considered for this site, the subsurface conditions at the site would then be suitable for support of the proposed structure on a properly designed conventional spread footing foundation system. Provided the site preparation and earthwork construction recommendations outlined above are performed, a conventional shallow foundation system consisting of concrete spread and/or continuous wall footings may be designed in accordance with the guidelines listed below. 4.2.1 Bearing Pressure and Settlement The interior column footings and the perimeter strip footings may be designed utilizing an allowable net soil bearing pressure of 2,000 and 1,500 psf, respectively. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of natural overburden pressure at that level. The foundations should be designed based on the maximum load which could be imposed by all loading conditions. With regard to settlement in general, subsurface soil movements at the site will occur as a consequence of several interrelated stress conditions. The amount of movement which individual footings will experience is a function of the footing size and the imposed pressure intensity as well as the in -situ stress conditions within the zone influenced by the footing. Settlement estimations are based on empirical procedures using SPT N-values as a measure of relative in -situ density of soils. U Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 No structural loading information has been provided to KCI at this time. KCI Technologies, Inc. 19 November 2012 Utilizing these bearing pressures the total settlement is expected to be less than 1.5 in., with differential settlement of approximately 0.75 in. These settlements should be incorporated into the structural and foundation design. 4.3.2 Foundation Size The minimum width should be 30 in. (2.5 feet) for any isolated column footings, and 24 in. (2.0 feet) for wall/strip footings. Even though the maximum allowable soil bearing pressure may not be achieved, this width recommendation should control the minimum size of the foundations. 4.3.3 Bearing Depth The exterior foundations should bear at a depth of at least 30 in. (2.5 feet) below the nearest exterior final -- finished grades and the interior foundations should bear at a depth of at least 24 in. (2.0 feet) below the finish floor elevation to provide confinement to the bearing level soils. 4.3.4 Bearing Material The foundations may bear in imported engineered and compacted structural fill as indicated insection4.0 of this report. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the Modified Proctor maximum dry density as determined from ASTM D 1557 or 98 percent of the maximum dry density determined from ASTM D 698, Test Method for Compaction Characteristics Using Standard Effort to a depth of at least 1 ft below the foundation bearing levels. Based on the results of the field exploration, laboratory testing and inspection programs, we consider the 4.4 Ground -Water Control I. Excavations to remove and replace the deleterious material, as recommended in section 4.0, may be below or close to the existing ground- water table. Therefore, dewatering may be required during construction. ► The method of dewatering excavations will depend on several factors, including localized soil conditions encountered, time of year performed, size of open excavation, and the length of time the excavation is left open, to name just a few factors. As a result, it is our opinion that the contractor not be limited to specific dewatering methods. Rather the contractor should be able to select the dewatering 9 4 9W _ Mr. Randy S. Smith PM Environmental, Inc. -- Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 4.4 4.4.1 KCI Technologies, Inc. 19 November 2012 methods that will achieve the desired objectives (maintaining a dry condition at the bottom of excavation during installation of structures and preparation of stable bearing material, etc.) Pavement Areas General A rigid or flexible pavement section could be used on this project. Flexible pavement combines the strength and durability of several layer components to produce an appropriate and cost-effective combination of available construction materials. Concrete pavement has the advantage of the ability to "bridge" over isolated soft areas, and it typically has a longer service life than asphalt pavement. Disadvantages of rigid pavement include an initial higher cost and more difficult patching of distressed areas than occurs with flexible pavement. A flexible pavement is considered more efficient. As noted above in Section 4 of this report, we recommend the utilization of a high -strength geotextile and/or a biaxial geogrid be incorporated into the pavement section and above the laver of organics in order to help mitigate the presence of these shallow materials. KCI can provide additional design information o the project civil engineer if this alternative is selected. 4.4.2 Asphalt (Flexible) Pavements 4.4.2.1 Standard Duty versus Heavy Duty Typical Standard Duty pavement areas are defined as having car and pickup truck loading conditions. Heavy Duty areas are defined as having delivery, storage, and garbage truck loading conditions along with service drives. The pavement recommendations detailed below are based upon local experience with similar pavement conditions to those proposed and upon Florida Department of Transportation guidelines. Certainly, no detriment will be realized in constructing the pavements to thicker sections; however, the recommendations provided herein will produce acceptable, durable pavements at a cost savings. The following design assumptions are noted: 1. The 12 in. of subgrade soils below the base course are compacted to 98 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort and with a design LBR value of 40 (after stabilization). 2. A 20 year design life. 3. Terminal serviceability index (P,) of 2. 4. Reliability of 85 percent, and total equivalent 18-kip single axle loads (ElsSAL) of 10 Ci Mr. Randy S. Smith KC1 Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 18,000. Based on these assumptions, the following design is recommended for a Standard Duty asphalt pavement: PAVEMENT LAYER THICKNESS MINIMUM REQUIREMENTS inches Asphalt Wearing Surface FDOT Type S-I or S-III 1.5 min. 95% Laboratory Marshall Density Limerock or Crushed 100% Modified Proctor max dry Concrete Base Course 6.0 min. density, LBR > 100 Making the same assumptions and with total equivalent 18-kip single axle loads (E18SAL) of 60,000, the following design are recommended for a Heavy Duty asphalt pavement: PAVEMENT LAYER THICKNESS MINIMUM REQUIREMENTS inches Asphalt Wearing Surface FDOT Type S-I or S-III 2.0 min. 95% Laboratory Marshall Density Limerock or Crushed 100% Modified Proctor max dry Concrete Base Course 8.0 min. density, LBR > 100 For alternate cases when total equivalent 18-kip single axle loads (E18SAL) equal 335,800, the limerock or crushed concrete base course can be increased to 12 in. from 8 in. 4.4.2.2 Stabilized Subgrade It is recommended that subgrade materials be compacted in place according to requirements detailed in previous sections of this report. The subgrade materials should be stabilized to a minimum Limerock Bearing Ratio (LBR) of 40 percent as specified by the Florida Department of Transportation requirements for Type B Stabilized Subgrade, and also be compacted to 98 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort. The stabilized subgrade can be imported material such as limerock. If a blend is proposed, it is recommended that a mix design be performed to find the optimum mix proportions. The primary function of the stabilized subgrade beneath the base course is to provide a stable and firm subgrade so that a limerock can be properly and uniformly placed. Depending on the soil type, the subgrade material may have sufficient stability to provide the needed support without additional stabilizing material. In most cases, sands with a fine fraction or clay alone may exhibit sufficient stability and may not require any additional stabilizing material. Conversely, relatively "clean" sands would not provide sufficient stability in order to adequately construct a limerock base course. Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 KCI should review the exposed soils to evaluate their suitability and whether additional stabilization will be required beneath the base course. 4.4.2.3 Base Course It is recommended that the base course consist of limerock or crushed concrete. The base course should have a minimum LBR of 100 and should be compacted to 100 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort. 4.4.2.4 Wearing Surface The wearing surface should consist of FDOT Type S asphaltic concrete having a minimum Marshall stability of 1,500 lbs. Specific requirements for Type S asphaltic concrete wearing surface are outlined in FDOT specifications. Following placement and field compaction, the wearing surface should be cored to evaluate the material thickness as well as to perform laboratory density. Cores should be obtained at a frequency of at least one core per 3,000 sq ft of placed pavement or a minimum of 2 cores per each day of production. 4.4.3 Concrete (Rigid) Pavement 4.4.3.1 Preparation Concrete pavement is a rigid pavement that transfers much lighter wheel loads to the subgrade soils versus a flexible asphalt pavement. As a concrete pavement subgrade, it is recommended to utilize a clean fine sand fill (type SP material) compacted to 95 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort., with the following guidelines: 2. 3. 4. 5. 4.4.3.2 Subgrade soils must be densified to at least 95 percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort for a depth of at least 2 ft, or the full depth of fill, whichever is greater, prior to placement of concrete. The surface of the subgrade soils must be smooth and any anomalies or wheel rutting corrected prior to placement of the concrete. The subgrade soils must be moistened prior to placement of the concrete. Concrete pavement thickness should be uniform throughout, with the exception of thickened edges (curb or footing). The bottom of the pavement should be least 18 in. Standard Duty versus Heavy Duty 12 separated from the estimated SHWL by at W Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 The following design assumptions are noted: subgrade compacted as noted above; 2. modulus of subgrade reaction (k,) equal to 200 Ib/in.3; 3. a 20 year design life; and, 4. total equivalent 18 kip single axle loads (EIsSAL) of 43,800 KCI Technologies, Inc. 19 November 2012 Based on these assumptions, the following design is recommended for a Standard Duty concrete pavement (yielding a structural number (SN) of 2.5): MIN. PAVEMENT MAX. CONTROL MINIMUM STRUCTURAL THICKNESS JOINT SPACING SAWCUT DEPTH NUMBER (in.) (ft) (in.) SN 6.0(1) 10x10 1.25 3.0 (1) minimum thickness as required by Sams Clubs specifications Making the same assumptions and with total equivalent 18-kip single axle loads (EIsSAL) of 335,800, the following design is recommended for a Heavy Duty concrete pavement (yielding a structural number (SN) of 3.0): MIN. PAVEMENT MAX. CONTROL MINIMUM STRUCTURAL THICKNESS JOINT SPACING SAWCUT DEPTH NUMBER (in.) (it) (in.) SN 7.0 12 x 12 1.5 3.5 It is recommended to utilize concrete with a 28-day flexural strength (modulus of rupture) of at least 600 lb/in .2, based on 3-point loading of concrete test beams. Layout of the sawcut control joints should form square panels, and the depth of the sawcut joints should be at least 1/4 of the overall concrete slab thickness. We recommend that KCI review and continent on the final concrete pavement design, including section and joint details (types of joints, joint spacing, etc.) prior to the start of construction. For additional information of concrete pavement construction refer to the Guide to Jointing of Non - Reinforced Concrete Pavements published by the Florida Concrete Product Association, Inc. as well as the Building Quality Concrete Parking Areas published by the Portland Cement Association. 13 - � U Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Gemechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 4.4.4 Dumpster Pad and Loading Areas KCI recommends the utilization of reinforced concrete pavement in all dumpster pad and loading areas for this specific project. 4.4.5 Effects of Ground -Water A critical influence on the performance of pavements in Florida is the relationship between the pavement subgrade and the SHWL. Many roadways and parking areas exhibit failure due to the deterioration of the base and base/surface course bond. It is recommended, therefore, that the pavement subgrade be separated from the SHWL by at least 18 in. 4.4.6 Curbing Curbing around landscaped areas adjacent to parking lots and driveways should be constructed with full - depth curb sections. Use of extruded curb sections which lie directly on top of the finished asphalt level, or eliminating curbing entirely, can allow migration of surface water and irrigation water from landscape areas to the interface between the asphalt and base. This migration of water, in turn, often causes separation of the wearing surface from the base and subsequent rippling and pavement deterioration. 4.4.7 Construction Traffic Light duty roadways and incomplete pavement sections will not perform satisfactorily under construction traffic loadings. It is recommended that construction traffic be re-routed away from these roadways. Alternately, the pavement section should be designed for these loading conditions from construction traffic. 1 5.0 CONSTRUCTION CONSIDERATIONS Due to our familiarity of the site subsurface conditions, KCI should be retained to provide and perform the engineering and quality control testing services during the construction phase of the project. The services to be provided by KCI include: general quality control testing during construction; and, monitoring excavations as well as placement and testing of engineered and compacted fill to FFE. A sound geotechnical engineering evaluation does not end with the final design. Design is an ongoing process throughout construction. Because of KCI's familiarity with the project site, its condition as related to geotechnical design elements, and the intent of the engineering design, we are most qualified to address issues during construction as well as to evaluate problems which may arise during construction. 14 U Mr. Randy S. Smith PM Environmental, Inc. Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 6.0 LIMITATIONS 6.1 General KCI Technologies, Inc. 19 November 2012 This geotechnical engineering services report has been prepared solely for the exclusive use of the client, PM Environmental, in accordance with generally accepted geotechnical engineering standards. No other warranty is expressed nor implied. It should be noted that the information presented in this report address only soils and deposits normally influenced by the proposed construction. Other conditions may exist which were not detected or were not made known to KCI. 6.2 Scone of Services This report has been prepared to aid in the evaluation of subsurface conditions only at the locations of test borings illustrated in Figure 3. The scope of services is limited to the specific project and location described herein, and the description of the project represents KCPs understanding of significant project aspects related to soil characteristics. In the event that any changes in the design or location of the structure as outlined in the report are planned, KCI must be informed so that the changes can be reviewed and the observation, comments, and conclusions of this report modified or approved in writing. Any conclusions or recommendations made by others based on the data contained herein are not the responsibility of KCI, unless we are given the opportunity to review those conclusions and recommendations. 6.3 Changed Conditions The information submitted in this report is based upon the data obtained from borings performed at locations indicated in the Project Layout and Boring Location Plan and from any other information discussed in this report. The report does not reflect any variations which occur between these borings. In the performance of subsurface exploration, specific information is obtained at specific locations at specific times. However, it is known that site and subsurface conditions can change with time and under anthropologic influences. Additionally, variations in soil, rock, and ground -water conditions exist on most sites between boring locations. The nature and extent of the variations may not become evident until construction. If variations then appear, it will be necessary to re-evaluate the recommendations of this report after performing on -site observations during the construction period and noting the characteristics of any variations. It is the responsibility of the client to see that the recommendations in this report are brought to the attention of all concerned parties. Because of the possibility of unanticipated subsurface conditions occurring, it is recommended that a "changed condition" clause be provided in contracts with the general contractor and with subcontractors involved in foundations or earthwork construction. Furthermore, it is recommended that KCI be retained to review the site preparation and foundation phases of construction. Otherwise, no responsibility for construction compliance with the design concepts, plans, specifications, and recommendations presented herein can be assumed. W v Mr. Randy S. Smith KCI Technologies, Inc. PM Environmental, Inc. 19 November 2012 Geotechnical Engineering Services Report Proposed Family Dollar Store Port St. Lucie, Florida KCI Project No: 12122813 6.4 Reproduction The reproduction of any portion of this report in plans or other engineering documents supplied to parties other than the client or assigned parties must bear the language indicating that the information contained in the report is for general information only, and that neither the client nor KCI are liable to such parties. 7.0 REFERENCES Internet: http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx }. i' "!•.Y•"'. •4s"L�L 1. ! �1L`.RV U„�•, lip' i r�IL ':w eSr it 6 p 1• yy� 4Ljvri ,ng.eia 9 ii6. .c �1 �� li�l1 t.'� •. 1.1 l�6r_ �D l,e af!`Ir `a t1 i' lulls. • F y+it i • WI � J ' P �y N i� r 614�h P „ . # AT '� ,j to €, rfJ �l lSarsh Ave IF '•�' i a1t�'� a 4 Jennings Re- - — 7 Maslan Ave _ Pie LL � �aS�ec N • � ,�� .• �'/�•'� . 'fir �/ ! 11 fir 11 _luau Ave "o s 8 395.2' md.P= 21- P.P? PP ®, DETENTION ' (3) DUMPSTERS PER ' FD CRITERIA 3ti' ' RECEIVING DOOR -Vol— SELLER xwe 5, 3 AQUA TEK AQUARII RETAINED ' ' ± 110,585 SF �M " iACCESS ± 2.54 AC 104' 801 ilk 9 8JL SF o a .. 1 a s SHARED 42�ACCESS ' N EASEMENT FRONT DOO i (HUTTON TO CONSTRUCT) ,t B 8 � ✓ L EXISTING SIDEWALK,s' SIDEWALK I'O BE ILaMINATIM PYLON SIGN 9' rANSTRULTfS BY HUITON W HIGH MAX. r 16,000 AADT r RAISED MEDIAN r TRAFFIC SIGNAL UPT OFFICE FLEX DESIGN A SIGN r s AISED I I -AA GRAPHIC SCALE 0 50' 100, 1 Inch = 50 feet LEGEND ® Test Soring(s) Location and Identification. Is not a ",am 1212IBIM. g (11-07-2012) N0. IaMsws DAM BY aw Project Layout and aa� KO TECHNOLOGIES Proposed Family Dollar — Port St. Lucie Mr. Randy S. Smith Test Location Plan 3 KCI uelul[alruuulcs sn[unsnlNA9walondltustn 10331 'SE Lennord Road PM Environmental, Inc. aenas w -.Ivn Port St. Lucie, St. Lucie County, Florida Tampa, Florida Base Plan Provided by: Client 12122813 .w.aim a ivl: U � �Ij BORING No.: B-6 GWT: GNM GSE: N/A DATE 11/05/12 N __- 18 18 -a d 'q 12 4 O 23 3U7 BORING No.: B-2 BORING No.: B-3 BORING No.: B-4 BORING No.: B-5 GWr: GNM GWT: GNM GWT: GNM GWr: GNM GSE N/A GSE N/A GSE: N/A GSE: N/A DATE: 11/05/12 DATE 11/05/12 DATE: 11/05/12 DATE: 11/05/12 . . N ENS. N FNLT . N MNCREFF SM SM N ..SM . Sil Sand 19 :: D100K gray, -200=12.7R moist, MC= 15.7% medium dense to loose 21 15 T 13 g T Hill Sp ....'%Poorly Graded Sand -200=10. gray, wet, MC= 20. medium dense 13 . 5.. (trace shell) Boring Terminated at 15 ft Depth i ry N N 12122813.dn (11-07-2012) 0 N0. PEM90N5 � i Y Sand I1 SM I1 Silty Sand B Silty Sand gray. Silty Sand black gray, black gray,. black gray, moist, moist, Ire dense : moist, medium dense .. medium dense 21 medium dense 8 to loose 13 : to very loose to loose ... tree roots, stumps, organics . .15 tree roots, stumps, organics 8 tree roots, stumps, organics 17 tree roots, organics 11 5.11111 l . 3 —2 —4 tree roots, —6 stumps, organics m w -8 I SP-SNSIRPaodGraded Sand Poorly Graded Sand .'� Poorly Graded Sand :::'' Poorly Graded Sand 3Ry ra6SwSiltgray, gray, 9 .wet wet: wet.9raYwet, medium dense medium dense medium dense medium dense 14 134hII (trace shell)(troce shell) (trace se) Boring Terminated Boring Terminated Boring Terminated Boring Terminated at 15 ft Depth at 15 ft Depth at 15 ft Depth of 15 ft Depth BUILDING BORINGS KCI TECHNOLOGIES I Proposed Family Dollar — Port St. Lucie KCI Lucie, (Y61Y(IBINDIsltSIS(i(ROSTS (assTLU(RMODHRs 1SE LennRoad Port St. LLucie, St. Lucie County, Florida Mr. Randy S. Smith PM Environmental, Inc. Tampa, Florida LEGEND OSP SAND 0 M. SILT ® UN DASna SILT ® SM SETT Sum a C. LEAN GAY ® ON FAT CLAY 1 5C CLAYEY SANG 4 SH SHnl ® PT MUGf/PE11T ® Is Hum LIMESTIINE -- SHELLY-CRAVE -- CONCRETE SOFTa ® Y45 DRESTCNE ® - SKOLY-SAND AS ASPIMLT EN IS LOP SOIL— SNF11Y-0AY OLD BASE SP-SM -- SOIL/CEMENT 0--OEBWS -- CANtt Elm ORGANC SILTS j/] ON ORGANIC CLAY 0 GM SILTY-GRAVD. MOD aUW1r-CLAr® GP GRAVEL SOIL PROPERTIES GRANULAR SOILS (COHESIONlESS) DESCRIPTIVE TERM FOR RELATIVE DENSITY SM N-VALUE (bl.. per fU wry base 0 - 4 loose 5 - 10 medium dares 11 - 30 dense 31 - 50 wry demo war 50 FINE GRAINED SOILS (COHESIVE) DESCRIPTIVE TERM FOR CONSISTENCY UNCONFINED COLPRESSNE STRENGTH (b) SPT N-VALE (blows per R) very soft as 0 - 2 .it 0.5 - 1.0 3 - 4 firm 1.0-2.0 5-8 sUn 2.0-4.0 9 - 15 very sun 4.0 - 9.0 18 - 30 hard 8.0-10.0 31-M wry hard 1 10.04 1 owr SO MOISTURE DESCRIPTION dry - absence of moisture, dusty. dry to the touch moist - damp, but no NeiNe water wet - visible free wafer usually eall Is below water table ONE GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MEASURED U. UOUID LIMIT PL PLASTIC UNIT PI PLASTICITY INDEX -200 PERCENT PASSING NO. 200 U.S. STANDARD SIEVE (A) MC NATURAL -MOLS.URE CONTENT (X) Wit WEIGHT OF ROD WON WEIGHT OF HAMMER PH POST HOLED N STANDARD PENETRATION RESISTANCE IN SLOWS PER lit ORGANICCONTENT D-1588) ORB TOD TIME OF DRIWNG GSE GROUND SURFACE ELEVATION N CASING USED T-6 P USCS SOL ClAS4FlGTION LOSS OF DRILLING FUUD CIRCULATION NO RECOVERY CNT or GROUND WATER TABLE LEVEL (OBSERVED) SHWL ar SEASONAL HIGH WATER LEVEL (ESTIMATED) nre urn � Twww.ne ,.•.. �.y NOTES: 1. THE BORINGS SHOWN REPRESENT SUBSURFACE CONDMONS WITHIN THE BOREHOLE AT THE TIME OF DRIWNG, NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH. EXTENT, OR CHARACTER OF THE MATERIAL PRESENT. 2. REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN (FIGURE 3 FOR TEST LOCATIONS. Boring Log Profiles rx KCI's Field Exploration program 4A 1 21 22813 s r BORING No.: B-1 GWr: GNM GSE N/A DATE: 11/05/12 N Paod Graded 14 black gray. moist. medium dense 6 6 Boring Terminated at 10 it Depth r10 y to ve loose, asphalt and hardpan tree roots, stumps, organics BORING No.: B-7 GWT: GNM GSE N/A DATE 11/05/12 N....... M Silt Sand 9 b ac gray, moist, IS loose to medium dense BORING No.: B-8 BORING No.: B-9 GWr: GNM WT., GNM GSE: N/A GSE N/A DATE: 11/05/12 DATE 11/05/12 N NN . .Sz :::::::'. '.: SM III IIIhhIIiI �M . 13 11 . . treoe rest. nt s . .10 RIIIIIRIIIIIII�� 10 Boring Terminated at 10 ft Depth L loose to medium dense 10 Clayey Sand gray to 6 gray -brown, moist, loose . . . . . — Boring Terminated Boring Terminated at 10 It Depth at 10 ft Depth PAVEMENT BORINGS BORING No.: B-10 GLUT: GNM GSE N/A DATE: 11/05/12 N 8 10 5 12 moist, loose to medium dense, (shell) tree roots, stumps, orgpniey . Silly Clayey Sand 6 black and brown, moist, loose Boring Terminated at 10 ft Depth POND BORING -2 -4 -6 Z v -B C O 51f, 15 LEGEND SP SAND �ililil M. SLT ® 1N DASDC SALT ® SM SLTYSAID CL LEAN CLAY ® CH FAT CLAY ® 5a CLAYET SAND I V SHELL ®PT MILCA/PE,Vi ® IS - SLDLY-c"M _- CCNCREM HARD I1M6 E ME_ ® WLS — SNBLY-SAND saFrulisioll ��,, AS ASPHALT 15 TOP Sl1AL -- 91DLY-GUY ®IH UIAROOK BASE ORSP-SI so-/CELENT ® Gaxss ❑ -- CAVITY Q. OPWMC 91S %// ON ERRGAMe GAY 'n ty SILTY -GRAM CC fRAV3JY-CLAY®OP GRAVEL SOIL PROPERTIES CRANUTAR SOILS TCOHESIONIESSI DESCRIPTIVE TERM FOR REF.VTNE DENS" SFr N-VALUE (bbn per H) very lone 0 - 4 ,loose 5 -10 medium dense IT- 31 dense 31 - 50 very dense over 50 ME GRAINED SODS (CONEsivo DESCRIPTIVE TERM FOR CONSISTENCY UNCONFINED COMPRESSIVE STRENGTH (ka0 SPT N-VALVE (blows PAf H) very soft 0.5 0-2 earl 0.5 - 1.0 3 - 4 funs 1.0 - 2.0 5 - 8 etiN 2.0 - 4.0 9 - IS very ARM 4.0 - 8.0 15 - 30 ham 8.0-10.0 31-50 wry hard 10.04 Aver 50 MOISTURE DESCRIPTION dry - absence the°h1ouch duslyy, dyarto moist - damp. but no vidble e we! - Nemle /Tea =. uauaRy eaa M Dalo. eater MSN G!E GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MEASURED U. LIQUID UNIT PL PLASTIC UNIT PI PLASTICITY INDEX -200 PERCENT PASSING NO. 200 U.S. STANDARD SIEVE (17 MC NATURAL MOISTURE CONTENT (X) WR WEIGHT OF ROD WON WENNa OF HAMMER PH POST HOLED N STANDARD PENETRATION RESISTANCE N BLOWS PER 1H ORGANI�NNIENIT TM D-1566) ORG TOD TIME OF DRILLING GSE GROUND SURFACE ELEVATION N CASING USED USCS SOL CLASSIFICATION LOSS OF DRILLING FLUID CIRCULATION NO RECOVERY GWT ar GROUND WATER TABLE LEVEL (OBSERVED) SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED) TYPE OF HIS: INUcK YOONILO UmLL m1r L.Ui „� NOTES 1. THE BORINGS SHOWN REPRESENT SUBSURFACE CONDITIONS WITHIN THE BOREHOLE AT THE TIME OF DRILLING. NO WARRANTY AS TO THE SUBSURFACE CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY BETWEEN OR OUTSIDE THE BORING LOCATIONS IS EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH. EXTENT, OR CHARACTER OF THE MATERIAL PRESENT. 2. REFER TO PROJECT LAYOUT AND TEST LOCATION PLAN (FIGURE 3 FOR TEST LOCATIONS. 12122813.dwa (11-01-2012) NO. REW90NS DAZE BY YK oAe �¢w� aAR e�Oa[ TWe� aa� = KCI TECHNOLOGIES Proposed Family Dollar - Port St. Lucie Mr. Randy S. Smith Boring Log Profiles 4B Pam �a R'y�a KGI lAG1Y[E�IPUALTAS S(IFNOSB [DASILAOIOANMU6EE5 10331 SE Lennord Road PM Environmental, Inc. 04� w RvR: Port St. Lucie, St. Lucie County, Florida Tampa, Florida mAa� Y P KCI's Field Exploration program 12122813 ,ww,m G n/n